CN119083577B - Truss layer of super high-rise reinforced concrete structure and construction method - Google Patents
Truss layer of super high-rise reinforced concrete structure and construction methodInfo
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- CN119083577B CN119083577B CN202411175543.7A CN202411175543A CN119083577B CN 119083577 B CN119083577 B CN 119083577B CN 202411175543 A CN202411175543 A CN 202411175543A CN 119083577 B CN119083577 B CN 119083577B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional framework structures
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional framework structures
- E04B1/1903—Connecting nodes specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional framework structures
- E04B2001/1957—Details of connections between nodes and struts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
本发明公开了一种超高层钢混结构桁架层及施工方法，包括多层桁架层，相邻桁架层中部间支撑设置有核心筒，在桁架层上方设置有混凝土浇筑层；步骤一，施工推演；步骤二，第一层核心筒剪力墙钢筋绑扎：步骤三，第一层核心筒钢框架安装；步骤四，第一层钢柱安装；步骤五，第一层钢梁依次吊装及标高调节；步骤六，V型支撑组件安装；步骤七，悬挑横梁安装；步骤八，第一层钢柱间钢筋绑扎；步骤九，第一层模板拼装及塞缝；步骤十，第一层混凝土浇筑；步骤十一，上层钢混结构桁架层施工。该超高层钢混结构桁架层可形成稳固的超高层钢混结构，该施工方法合理衔接各个工序，缩短了施工工期。
The present invention discloses a super-high-rise steel-concrete structure truss layer and construction method, comprising multiple truss layers, wherein a core tube is provided between the middle portions of adjacent truss layers, and a concrete pouring layer is provided above the truss layer; step one, construction deduction; step two, tying the steel bars of the shear wall of the core tube on the first layer; step three, installing the steel frame of the core tube on the first layer; step four, installing the steel columns on the first layer; step five, sequentially hoisting and adjusting the elevation of the steel beams on the first layer; step six, installing the V-shaped support assembly; step seven, installing the cantilevered crossbeam; step eight, tying the steel bars between the steel columns on the first layer; step nine, assembling and caulking the formwork on the first layer; step ten, pouring the concrete on the first layer; and step eleven, constructing the upper steel-concrete structure truss layer. The super-high-rise steel-concrete structure truss layer can form a stable super-high-rise steel-concrete structure. The construction method rationally connects the various processes and shortens the construction period.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a truss layer of an ultra-high-rise reinforced concrete structure and a construction method.
Background
With the rapid development of economy, the urban construction process is accelerated, and the super high-rise office buildings are more and more widely applied. In structural design, core tube-steel frames are favored for good lateral force resistance. However, for economic reasons and to improve the comfort of use by the following small owners, ultra-high-rise building with full concrete structure still has market demands.
In order to ensure the overall rigidity of the super high-rise building with the full concrete structure, a steel-concrete combined truss reinforcing layer is designed. However, the combined use of two materials of the steel structure and the concrete causes a plurality of problems in the actual engineering construction process, namely (1) the construction procedure of the steel-concrete structure is different from the floor construction procedure of the full-concrete structure, the whole-layer water flowing operation cannot be connected, (2) the construction quality is difficult to control because of large welding engineering quantity, (3) the number of the site steel beams, the steel columns and the overhanging beam members is large, the lifting pressure of the tower crane is large, the construction progress is difficult to advance, (4) the V-shaped supporting component is required to be installed after the structure is capped, large vertical transport machinery cannot be used in the floor at the moment, manual transport is required, and the risk is high, and (5) the template and the steel structure are both rigid materials, so that the dimensional deviation of the site construction of the two is difficult to adjust, and the connection is difficult.
Aiming at the technical problems of the serious difficulties and the technical problems, and aiming at the construction process problems of the truss layer and the full concrete structure floor, the truss layer of the super high-rise reinforced concrete structure and the construction method are provided.
Disclosure of Invention
The invention aims to provide a truss layer of an ultra-high-rise reinforced concrete structure and a construction method thereof, which solve the problems of the reinforced layer of the reinforced concrete combined truss in the actual engineering construction process.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
The truss layer of the super high-rise reinforced concrete structure comprises a plurality of truss layers, a core tube is supported and arranged between the middle parts of the adjacent truss layers, and a concrete pouring layer is arranged above the truss layers;
The core tube comprises a core tube steel frame, a steel beam supporting jig frame is arranged in the core tube steel frame, and the steel beam supporting jig frame is supported in the core tube steel frame;
The truss layer comprises a truss layer steel frame which is of a hollow frame structure, and a reinforced concrete pouring layer is arranged at the top of the truss layer steel frame;
The truss layer steel frame comprises steel beams and steel columns, the steel columns are arranged on the reinforced concrete pouring layer in a supporting mode, the steel beams are connected between two adjacent steel columns through adjustable connecting components, two steel beams are connected between two adjacent steel columns up and down, V-shaped supporting components are arranged between the two steel beams which are arranged up and down in a supporting mode, and the V-shaped supporting components are connected with the steel beams which are arranged above through two suspenders.
Preferably, the adjustable connecting assembly comprises a mounting seat and a connecting bridge, wherein the mounting seat is arranged on the side face of the steel column, the mounting seat is connected with the end head of the steel beam in an adjustable mode through the connecting bridge, the connecting bridge is arched and comprises a cross beam and two connecting columns, and the two connecting columns are detachably arranged at two ends of the cross beam through fasteners.
Preferably, the V-shaped supporting component comprises a first supporting beam, a second supporting beam, a top connecting seat, a connecting piece and a connecting seat, wherein the connecting seat is arranged on the steel beam below, two ends of the connecting seat are inclined ends, the two inclined ends are respectively connected with the first supporting beam and the second supporting beam through the connecting piece, the upper side of the steel beam below is provided with the top connecting seat, the top ends of the first supporting beam and the top ends of the second supporting beam are connected with the top connecting seat through the connecting piece, and the first supporting beam and the second supporting beam are distributed in a V shape.
Preferably, the connecting piece comprises a plugboard and wing plates, the wing plates are vertically arranged on two sides of the plugboard, the plugboard is provided with a slot, the slot is inserted into the connecting seat, and the wing plates are temporarily connected with the first supporting beam and the second supporting beam through the connecting bridge and then are welded and fixed.
Preferably, the steel beam supporting jig frame is a disc buckle type jig frame supporting system and comprises a plurality of vertical rods, an elevation adjusting assembly is arranged at the tops of the vertical rods, the elevation adjusting assembly comprises a plurality of vertical columns, the vertical columns are installed at the tops of the vertical columns in a telescopic mode, U-shaped grooves are installed at the tops of the vertical columns, and the U-shaped grooves are supported at the bottoms of cross beams of the core tube steel frame.
Preferably, the middle part of the truss layer is connected with a plurality of overhanging beams in an overhanging way, one end of each overhanging beam is connected to the steel beam or the steel column through the adjustable connecting component, and the other end of each overhanging beam is connected with the core tube steel frame through the embedded plate.
Preferably, the embedded plate comprises a steel plate and a plurality of connecting ribs arranged on one side surface of the steel plate, the steel plate is installed at the end head of the cantilever beam, and the end head of the connecting ribs is connected with the core tube steel frame.
A construction method of a truss layer of an ultra-high-rise reinforced concrete structure comprises the following steps:
firstly, construction deduction, namely building a steel-concrete structure truss layer three-dimensional model, adding a steel bar model for collision analysis, and optimizing connection nodes;
Step two, binding the first layer of core tube shear wall steel bars:
step three, mounting a first layer of core tube steel frame, namely building a first layer of steel beam supporting jig frame, and building the first layer of core tube steel frame by depending on the first layer of steel beam supporting jig frame;
step four, mounting a first layer of steel column;
Step five, sequentially hoisting and adjusting the elevation of the first layer of steel beams, namely welding an installation seat at a design position of the side surface of the steel column, horizontally hoisting the steel beams to the installation seat, connecting the end heads of the steel beams with the installation seat through a connecting bridge, adjusting the connection position of the cross beam and the connecting column through a fastener to realize the levelness adjustment of the steel beams, and welding the end heads of the steel beams with the installation seat after the elevation and the levelness of the steel beams are detected to be qualified;
Welding a connecting seat on the steel beam arranged below, respectively installing connecting pieces at two ends of a first supporting beam and two ends of a second supporting beam, sequentially lifting the first supporting beam and the second supporting beam to a designed position, splicing the connecting pieces on the connecting seat and temporarily fixing the connecting pieces through fasteners, and sequentially welding the connecting pieces with the connecting seat, the connecting pieces with the first supporting beam and the connecting pieces with the second supporting beam after the supporting strength of the first supporting beam and the second supporting beam is detected to be qualified;
Installing an overhanging beam, namely installing an embedded plate at one end of the overhanging beam, horizontally hoisting the overhanging beam to a designed elevation, installing the other end of the overhanging beam on the steel beam or the steel column through the adjustable connecting assembly, and connecting the connecting ribs on a first layer of core tube steel frame;
Step eight, binding the steel bars among the first layer of steel columns, namely uniformly distributing the steel bars on the upper side and the lower side of the steel beam and the upper side and the lower side of the overhanging cross beam, binding the ends of the steel bars on the steel columns, and removing the first layer of steel beam supporting jig frame;
Step nine, assembling and caulking a first layer of templates, namely deepening the templates by BIM software, reserving a space between the templates and the steel beam as well as between the templates and the cantilever beam, installing a U-shaped opening at the reserved space, splicing the templates at the U-shaped opening to form a first layer of pouring templates, reserving gaps between the templates and the steel beam as well as between the templates and the cantilever beam, and caulking through foaming adhesive;
Pouring concrete in the first layer of pouring templates to form a reinforced concrete pouring layer;
and step eleven, constructing an upper steel-concrete structure truss layer, namely repeating the step two to the step ten until the construction of a plurality of truss layers is completed.
In the sixth step, a lifting frame is used for lifting the first supporting beam or the second supporting beam to a designed position, the lifting frame comprises a weight platform, rectangular mounting frames, electric hoists, steel wire ropes and walking rollers, the four corners of the bottom of the weight platform are respectively provided with one walking roller, one side edge of the top of the weight platform is vertically provided with the rectangular mounting frames, two corners of the top of the rectangular mounting frames are respectively provided with an electric hoist through chains in a telescopic mode, the electric hoists are connected with grabbing hooks in a hanging mode, and the rectangular mounting frames are tied with the other side face of the top of the weight platform through a plurality of steel wire ropes.
According to the invention, the construction flow of the whole layer synchronous pouring is realized through deduction, a template system is optimized, each working procedure is reasonably connected, and the construction period is shortened.
The core tube only completes the binding of the reinforcing steel bars, the reinforcing steel bars cannot form rigid connection with the core tube steel frame, the steel beam supporting jig frame is supported in the core tube steel frame, the steel beam supporting jig frame is evacuated after the core tube steel frame is connected with the overhanging cross beam through the embedded plate, and the steel beam supporting jig frame can realize the high-precision installation of the core tube steel frame.
The adjustable connecting component can be used for adjustably connecting the steel beam between two adjacent steel columns, and the end head of the steel beam is welded and fixed after the elevation and the levelness of the steel beam are adjusted, so that the adjustable connecting component has a temporary fixing function and can be used for adjusting the height and the levelness, and the adjustable connecting component is suitable for engineering construction with large welding engineering quantity, and ensures the construction quality.
The overhanging beam connects the core tube steel frame with the truss layer steel frame, which is a key component of overall stability. The truss layer steel frame is supported by the V-shaped supporting component and is reinforced by the suspender, so that the truss layer steel frame structure is stable. One end of the cantilever beam is connected with the truss layer steel frame through an adjustable connecting assembly, the other end of the cantilever beam is connected with the core tube steel frame through a pre-buried plate, and after the casting of concrete is completed through binding of the steel bars, a stable super high-rise steel-concrete structure is formed.
And the BIM software is adopted to deepen the template and reserve space, a U-shaped opening is arranged at the reserved space, the template is spliced at the U-shaped opening to form a pouring template, and the pouring template can be prevented from being disassembled.
Because the template and the truss layer steel frame are made of rigid materials, the problem of difficult connection can occur when the size deviation of the template and the truss layer steel frame is large in site construction, gaps are reserved between the template and the steel beam and between the template and the cantilever beam, the size deviation is absorbed through the gaps, and after the template is installed, the gaps are plugged through foaming glue.
Drawings
FIG. 1 is a schematic diagram of the overall structure of the present invention;
FIG. 2 is a schematic view of a part of the structure of the present invention;
FIG. 3 is a schematic view of another part of the structure of the present invention;
FIG. 4 is a schematic view of a connector according to the present invention;
FIG. 5 is a schematic view of the structure of the crane;
In the figure, 1, a truss layer, 2, a core tube, 3, a steel beam supporting jig frame, 4, a lifting frame, 10, a truss layer steel frame, 20, a core tube steel frame, 21, a pre-buried plate, 30, a vertical rod, 31, an elevation adjusting component, 40, a weight pressing platform, 41, a rectangular mounting frame, 42, an electric hoist, 43, a steel wire rope, 44, a walking roller, 45, a grappling hook, 100, a steel beam, 101, a steel column, 102, an adjustable connecting component, 103, a V-shaped supporting component, 104, a suspender, 105, a cantilever beam, 311, a vertical column, 312, a U-shaped groove, 1020, a mounting seat, 1021, a connecting bridge, 1030, a first supporting beam, 1031, a second supporting beam, 1032, a top connecting seat, 1033, a connecting piece, 1034 and a connecting seat.
Detailed Description
The invention is further described below with reference to the accompanying drawings:
the super high-rise steel-concrete structure truss layer shown in fig. 1-5 comprises a plurality of truss layers 1, a core tube 2 is supported and arranged between the middle parts of the adjacent truss layers 1, and a concrete pouring layer is arranged above the truss layers 1.
The core tube 2 comprises a core tube steel frame 20, a steel beam supporting jig frame 3 is arranged in the core tube steel frame 20, and the steel beam supporting jig frame 3 is arranged in the core tube steel frame 20 in a supporting mode. The steel beam supporting jig frame 3 is a disc buckle type jig frame supporting system and comprises a plurality of vertical rods 30, and elevation adjusting assemblies 31 are arranged at the tops of the vertical rods 30. The elevation adjusting assembly 31 comprises a plurality of upright posts 311, the upright posts 311 are telescopically arranged at the tops of the upright posts 30, U-shaped grooves 312 are arranged at the tops of the upright posts 311, and the U-shaped grooves 312 are supported at the bottoms of the cross beams of the core tube steel frame 20.
The truss layer 1 comprises a truss layer steel frame 10, the truss layer steel frame 10 is of a hollow frame structure, and a reinforced concrete pouring layer is arranged on the top of the truss layer steel frame 10. Truss layer steel frame 10 includes girder steel 100 and steel column 101, and steel column 101 prop up and establish on reinforced concrete pouring layer, and girder steel 100 passes through adjustable coupling assembling 102 to be connected between two adjacent steel columns 101, and two girder steel 100 are connected with from top to bottom between two adjacent steel columns 101, and it is equipped with V type supporting component 103 to prop up between two girder steel 100 that arrange from top to bottom, and V type supporting component 103 is connected through two jib 104 with arranging between girder steel 100 of top.
The adjustable connecting assembly 102 comprises a mounting seat 1020 and a connecting bridge 1021, wherein the mounting seat 1020 is mounted on the side surface of the steel column 101, and the mounting seat 1020 is connected with the end head of the steel beam 100 in an adjustable mode through the connecting bridge 1021. The connecting bridge 1021 is arched and comprises a cross beam and two connecting columns, and the two connecting columns are detachably arranged at two ends of the cross beam through fasteners.
The V-shaped support assembly 103 includes a first support beam 1030, a second support beam 1031, a top end connection mount 1032, a connector 1033, and a connection mount 1034. The connecting seat 1034 is arranged on the steel beam 100 arranged below, inclined ends are arranged at two ends of the connecting seat 1034, a first supporting beam 1030 and a second supporting beam 1031 are respectively connected with the two inclined ends through connecting pieces 1033, a top connecting seat 1032 is arranged on the lower side surface of the steel beam 100 arranged above, the top ends of the first supporting beam 1030 and the top ends of the second supporting beam 1031 are connected with the top connecting seat 1032 through the connecting pieces 1033, and the first supporting beam 1030 and the second supporting beam 1031 are distributed in a V shape.
The connection piece 1033 comprises a plugboard and wing plates, wherein the wing plates are vertically arranged on two sides of the plugboard, a slot is arranged on the plugboard, the slot is inserted into the connection seat 1034, and the wing plates are temporarily connected with the first support beam 1030 and the second support beam 1031 through the connection bridge 1021 and then welded and fixed.
The middle part of the truss layer 1 is connected with a plurality of cantilever beams 105 in a cantilever manner, one end of each cantilever beam 105 is connected to the steel beam 100 or the steel column 101 through an adjustable connecting component 102, and the other end of each cantilever beam 105 is connected with the core tube steel frame 20 through an embedded plate 21. The embedded plate 21 comprises a steel plate and a plurality of connecting ribs arranged on one side surface of the steel plate, the steel plate is arranged at the end head of the cantilever beam 105, and the end head of the connecting ribs is connected with the core tube steel frame 20.
A construction method of a truss layer of an ultra-high-rise reinforced concrete structure comprises the following steps:
step one, construction deduction, namely adopting Tekla Structures software to build a steel-concrete structure truss layer three-dimensional model, adding a reinforcing steel bar model to perform collision analysis, and optimizing connection nodes;
step two, binding the shear wall steel bars of the first layer of core tube 2:
step three, the first layer of core tube steel frame 20 is installed, namely a first layer of steel beam supporting jig frame 3 is built, and the first layer of core tube steel frame 20 is built by depending on the first layer of steel beam supporting jig frame 3;
Step four, mounting a first layer of steel columns 101;
Step five, sequentially hoisting and elevation adjusting the first layer of steel beams 100, namely welding an installation seat 1020 at a design position of the side surface of the steel column 101, horizontally hoisting the steel beams 100 to the installation seat 1020, connecting the end heads of the steel beams 100 with the installation seat 1020 through a connecting bridge 1021, adjusting the connection positions of the cross beams and the connecting column through fasteners to realize the levelness adjustment of the steel beams 100, and welding the end heads of the steel beams 100 with the installation seat 1020 after the elevation and the levelness of the steel beams 100 are detected to be qualified;
Step six, installing a V-shaped supporting component 103, namely welding a connecting seat 1034 on the steel beam 100 arranged below, respectively installing connecting pieces 1033 at two ends of a first supporting beam 1030 and two ends of a second supporting beam 1031, sequentially lifting the first supporting beam 1030 and the second supporting beam 1031 to the designed positions, splicing the connecting pieces 1033 on the connecting seat 1034 and temporarily fixing the connecting pieces by fastening pieces, and sequentially welding the connecting pieces 1033 with the connecting seat 1034, welding the connecting pieces 1033 with the first supporting beam 1030 and welding the connecting pieces 1033 with the second supporting beam 1031 after the supporting strength of the first supporting beam 1030 and the second supporting beam 1031 are detected to be qualified;
After the hoisting of the first layer of steel beams is completed, the space of the V-shaped supporting component is limited during hoisting, and a large-scale vertical transport machine cannot be used, so that the first supporting beam 1030 or the second supporting beam 1031 is hoisted to a designed position by using the hoisting frame 4;
The lifting frame 4 comprises a weight platform 40, a rectangular mounting frame 41, an electric hoist 42, a steel wire rope 43 and a traveling roller 44, wherein the traveling roller 44 is arranged at four corners of the bottom of the weight platform 40 so as to facilitate the movement of the lifting frame 4, and when the lifting frame 4 is in operation, the traveling roller 44 is locked to prevent the lifting frame 4 from moving in the operation process;
A rectangular mounting frame 41 is vertically arranged at one side edge of the top of the weight platform 40, two corners of the top of the rectangular mounting frame 41 are respectively provided with an electric hoist 42 in a telescopic manner through a chain, a grapple 45 is hung on the electric hoist 42, and the lifting position height of the two electric hoists 42 is adjusted through the telescopic manner of the chain, so that the connecting line inclination angle of the two grapples 45 is consistent with the mounting angle of the first supporting beam 1030 or the second supporting beam 1031, and the lifting flexibility and the lifting precision are improved;
The rectangular mounting frame 41 is tied with the other side surface of the top of the weight platform 40 through a plurality of steel wire ropes 43, so that the overall weight of the lifting frame 4 is reduced;
Step seven, mounting the overhanging beam, namely mounting an embedded plate 21 at one end of the overhanging beam, horizontally hoisting the overhanging beam to a designed elevation, mounting the other end of the overhanging beam on the steel beam 100 or the steel column 101 through the adjustable connecting component 102, and connecting the connecting ribs on the first layer of core tube steel frame 20;
In the construction engineering, because the number of the on-site steel beams, the steel columns and the overhanging beam members is large, the hoisting pressure of the tower crane is large, and the construction progress is difficult to advance, so that the hoisting frame 4 is required to be used for hoisting in cooperation with the members;
step eight, binding reinforcing steel bars among the first layer of steel columns 101, namely uniformly distributing the reinforcing steel bars on the upper side and the lower side of the steel beam 100 and the upper side and the lower side of the overhanging beam, binding the ends of the reinforcing steel bars on the steel columns 101, and then dismantling the first layer of steel beam supporting jig frame;
Step nine, assembling and caulking a first layer of templates, namely deepening the templates by BIM software, reserving spaces between the templates and the steel beam 100 and between the templates and the overhanging cross beam, installing U-shaped openings at the reserved spaces, splicing the templates at the U-shaped openings to form a first layer of pouring templates, reserving gaps between the templates and the steel beam 100 and between the templates and the overhanging cross beam, and caulking through foaming adhesive;
Pouring concrete in the first layer of pouring templates to form a reinforced concrete pouring layer;
And step eleven, constructing an upper steel-concrete structure truss layer, namely repeating the step two to the step ten until the construction of the multi-layer truss layer 1 is completed.
The above embodiments are only a few descriptions of the inventive concept and implementation, and are not limited thereto, and the technical solutions without substantial transformation remain within the scope of protection under the inventive concept.
Claims (9)
1. The super high-rise steel-concrete structure truss layer is characterized by comprising a plurality of truss layers (1), wherein a core tube (2) is supported between the middle parts of the adjacent truss layers (1), and a concrete pouring layer is arranged above the truss layers (1);
The core tube (2) comprises a core tube steel frame (20), a steel beam supporting jig frame (3) is arranged in the core tube steel frame (20), and the steel beam supporting jig frame (3) is supported in the core tube steel frame (20);
The truss layer (1) comprises a truss layer steel frame (10), the truss layer steel frame (10) is of a hollow frame structure, and a reinforced concrete pouring layer is arranged at the top of the truss layer steel frame (10);
Truss layer steel frame (10) are including girder steel (100) and steel column (101), and steel column (101) prop up and establish on reinforced concrete pouring layer, and girder steel (100) are connected between two adjacent steel columns (101) through adjustable coupling assembling (102), and are connected with two girder steel (100) between two adjacent steel columns (101) from top to bottom, prop up between two girder steel (100) that are upper and lower and be equipped with V type supporting component (103), and V type supporting component (103) are connected through two jib (104) with arranging between girder steel (100) of top.
2. The super high-rise reinforced concrete structure truss layer of claim 1, wherein the adjustable connecting assembly (102) comprises a mounting seat (1020) and connecting bridges (1021), the mounting seat (1020) is mounted on the side face of the steel column (101), the mounting seat (1020) is adjustably connected with the end head of the steel beam (100) through the connecting bridges (1021), the connecting bridges (1021) are arched and comprise a cross beam and two connecting columns, and the two connecting columns are detachably mounted at two ends of the cross beam through fasteners.
3. The ultra-high-rise steel-concrete structure truss layer according to claim 2, wherein the V-shaped supporting component (103) comprises a first supporting beam (1030), a second supporting beam (1031), a top end connecting seat (1032), a connecting piece (1033) and a connecting seat (1034), the connecting seat (1034) is arranged on the steel beam (100) arranged below, inclined ends are arranged at two ends of the connecting seat (1034), the two inclined ends are respectively connected with the first supporting beam (1030) and the second supporting beam (1031) through the connecting piece (1033), a top end connecting seat (1032) is arranged on the lower side of the steel beam (100) arranged above, the top ends of the first supporting beam (1030) and the top end of the second supporting beam (1031) are connected with the top end connecting seat (1032) through the connecting piece (1033), and the first supporting beam (1030) and the second supporting beam (1031) are distributed in a V shape.
4. The ultra-high-rise reinforced concrete structure truss layer of claim 3, wherein the connecting piece (1033) comprises a plugboard and wing plates, the wing plates are vertically arranged on two sides of the plugboard, a slot is arranged on the plugboard, the slot is inserted into the connecting seat (1034), and the wing plates are temporarily connected with the first supporting beam (1030) and the second supporting beam (1031) through the connecting bridge (1021) and then are welded and fixed.
5. The super high-rise reinforced concrete structure truss layer of claim 1, wherein the steel beam supporting jig frame (3) is a disc buckle type jig frame supporting system and comprises a plurality of vertical rods (30), elevation adjusting components (31) are arranged at the tops of the vertical rods (30), the elevation adjusting components (31) comprise a plurality of vertical columns (311), the vertical columns (311) are telescopically arranged at the tops of the vertical rods (30), U-shaped grooves (312) are arranged at the tops of the vertical columns (311), and the U-shaped grooves (312) are supported at the bottoms of the cross beams of the core tube steel frame (20).
6. The super high-rise reinforced concrete structure truss layer according to claim 1 or 2, wherein a plurality of cantilever beams (105) are connected in a cantilever manner in the middle of the truss layer (1), one end of each cantilever beam (105) is connected to the steel beam (100) or the steel column (101) through the adjustable connecting assembly (102), and the other end of each cantilever beam is connected with the core tube steel frame (20) through the embedded plate (21).
7. The ultra-high-rise reinforced concrete structure truss layer of claim 6, wherein the embedded plate (21) comprises a steel plate and a plurality of connecting ribs arranged on one side surface of the steel plate, the steel plate is arranged at the end head of the cantilever beam (105), and the end head of the connecting ribs is connected to the core tube steel frame (20).
8. A construction method of the super high-rise reinforced concrete structure truss layer as claimed in any one of claims 1 to 7, which is characterized by comprising the following steps:
firstly, construction deduction, namely building a steel-concrete structure truss layer three-dimensional model, adding a steel bar model for collision analysis, and optimizing connection nodes;
step two, binding shear wall steel bars of the first layer of core tube (2):
step three, a first layer of steel beam supporting jig frame (3) is built, and the first layer of steel frame (20) is built by depending on the first layer of steel beam supporting jig frame (3);
step four, mounting a first layer of steel column (101);
Step five, sequentially hoisting and elevation adjusting a first layer of steel beams (100), namely welding an installation seat (1020) at a design position of the side surface of a steel column (101), horizontally hoisting the steel beams (100) to the installation seat (1020), connecting the end heads of the steel beams (100) with the installation seat (1020) through a connecting bridge (1021), adjusting the connection positions of the cross beams and the connecting column through fasteners to realize the levelness adjustment of the steel beams (100), and welding the end heads of the steel beams (100) with the installation seat (1020) after the elevation and the levelness of the steel beams (100) are detected to be qualified;
Welding connection seats (1034) on the steel beams (100) arranged below, respectively installing connection pieces (1033) at two ends of a first support beam (1030) and two ends of a second support beam (1031), sequentially lifting the first support beam (1030) and the second support beam (1031) to the designed positions, inserting the connection pieces (1033) on the connection seats (1034) and temporarily fixing the connection pieces through fasteners, and sequentially welding the connection pieces (1033) with the connection seats (1034) and the connection pieces (1033) with the first support beam (1030) and welding the connection pieces (1033) with the second support beam (1031) after the support strength of the first support beam (1030) and the second support beam (1031) are detected to be qualified;
Step seven, mounting an overhanging beam, namely mounting an embedded plate (21) at one end of the overhanging beam, horizontally hoisting the overhanging beam to a designed elevation, mounting the other end of the overhanging beam on the steel beam (100) or the steel column (101) through the adjustable connecting component (102), and connecting the connecting ribs on a first layer of core tube steel frame (20);
step eight, binding reinforcing steel bars among the first layer of steel columns (101), namely uniformly distributing the reinforcing steel bars on the upper side and the lower side of the steel beam (100) and the upper side and the lower side of the overhanging cross beam, binding the ends of the reinforcing steel bars on the steel columns (101), and removing the first layer of steel beam supporting jig frame;
Step nine, the first layer of templates are assembled and plugged, namely, the BIM software is adopted to deepen the templates, a reserved space is reserved between the templates and the steel beam (100) and between the templates and the overhanging cross beam, a U-shaped opening is arranged at the reserved space, the templates are spliced at the U-shaped opening to form the first layer of pouring templates, and gaps are reserved between the templates and the steel beam (100) and between the templates and the overhanging cross beam and plugged through foaming glue;
Pouring concrete in the first layer of pouring templates to form a reinforced concrete pouring layer;
and step eleven, constructing an upper steel-concrete structure truss layer, namely repeating the step two to the step ten until the construction of the multi-layer truss layer (1) is completed.
9. The construction method according to claim 8, wherein in the sixth step, the first supporting beam (1030) or the second supporting beam (1031) is lifted to a designed position by using a lifting frame (4), the lifting frame (4) comprises a weight platform (40), a rectangular mounting frame (41), electric hoists (42), steel ropes (43) and walking rollers (44), the walking rollers (44) are arranged at four corners of the bottom of the weight platform (40), the rectangular mounting frame (41) is vertically arranged at one side edge of the top of the weight platform (40), the electric hoists (42) are arranged at two corners of the top of the rectangular mounting frame (41) in a telescopic manner through chains, a grapple (45) is hung on each electric hoists (42), and a plurality of steel ropes (43) are used for pulling and connecting the rectangular mounting frame (41) with the other side surface of the top of the weight platform (40).
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| CN108678398A (en) * | 2018-07-18 | 2018-10-19 | 中冶建工集团有限公司 | A kind of high-rise building enhancement layer steel structure truss pre-assembly method |
| CN116220384A (en) * | 2023-03-30 | 2023-06-06 | 浙江省一建建设集团有限公司 | Synchronous construction method for steel structure frame and reinforced concrete core tube |
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| CN107795005A (en) * | 2017-11-27 | 2018-03-13 | 江苏沪宁钢机股份有限公司 | A kind of steel core concrete column and reinforced concrete column concrete core cylinder mixed structure and installation method |
| KR20210100384A (en) * | 2020-02-06 | 2021-08-17 | 서울대학교산학협력단 | Steel-concrete composite shearwall core structural system |
| CN113982115B (en) * | 2021-11-12 | 2022-12-13 | 中建科工集团有限公司 | Frame-core tube construction method |
| KR102682970B1 (en) * | 2023-08-02 | 2024-07-08 | 김용석 | Support Device Set for Steel Frame Connection and Steel Frame Connecting Method using the Same |
| CN118309177A (en) * | 2024-05-25 | 2024-07-09 | 中南大学 | Giant frame and partition filling module combined high-rise modularized building and construction method |
| CN118517068A (en) * | 2024-06-25 | 2024-08-20 | 中国建筑第八工程局有限公司 | Group core tube and large-span overhanging steel truss structure and construction method |
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| CN116220384A (en) * | 2023-03-30 | 2023-06-06 | 浙江省一建建设集团有限公司 | Synchronous construction method for steel structure frame and reinforced concrete core tube |
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